GEO-00 · laboratory
Terzaghi, Meyerhof, Vesic, Rankine, Coulomb — bearing, earth pressure, consolidation, piles and seepage.
Watch on YouTube
Free library
Full libraryFree PDF / open book
YouTube channels
34 governing sheets
Ultimate bearing of a shallow strip footing on c–φ soil.
Bearing capacityMeyerhof extends Terzaghi with shape, depth and inclination factors.
Bearing capacityVesić rigidity-based bearing with compressibility factors.
Bearing capacityActive resultant on a smooth vertical wall in c–φ soil.
Earth pressureCoulomb Ka for a wall with friction, backfill slope and batter.
Earth pressureOne-dimensional primary settlement from the compression index.
ConsolidationTv = Cv t / Hdr² with U ≈ √(π Tv/4) for U < 0.6.
ConsolidationLaminar discharge through a saturated soil mass.
SeepageK0 = 1 − sin φ' for normally consolidated sand and clay.
Earth pressureVertical stress under a point load on an elastic half-space.
Stress distributionNet undrained capacity qu = cu Nc with Skempton's Nc(D/B, B/L).
Bearing capacityFS of an infinite c–φ slope with seepage parallel to the face.
Slope stabilityqult = c Nc sc dc + q Nq sq dq + ½ γ B Nγ sγ dγ. Shape and depth factors on Terzaghi's three terms.
Bearingqult = c Nc sc dc ic + q Nq sq dq iq + ½ γ B Nγ sγ dγ iγ. Inclination cuts the Nγ term hardest.
BearingNc = 5.14 (1+0.2 B/L)(1+0.2 Df/B) ≤ 9. qu = cu Nc + γ Df.
BearingK0 = (1 − sin φ′) OCR^{sin φ′}. Jaky for NC sand, Brooker–Ireland OCR lift.
Earth pressureσz = (3Q / 2π) z³ / R⁵ with R = √(r² + z²). Elastic half-space.
StressQs = α cu As. α falls as cu rises (API, Tomlinson).
PilesQs = β σ′v As with β = K tan δ. Sand and drained clay.
PilesM = m pa (σ′/pa)^a, s = Δσ′ H / M. Nonlinear constrained modulus.
SettlementFs = [c′b + (W − ub) tan φ′] / [mα W sin α], mα = cos α (1 + tan α tan φ′/F).
SlopesQ = π k (H² − hw²) / ln(R/rw). Unconfined radial flow to a well.
SeepageOCR = σ′p / σ′v0. Preconsolidation over present effective overburden.
ConsolidationΔH = [Cc H /(1+e0)] log10(σ′f / σ′0) for NC clay (σ′0 ≥ σ′p).
ConsolidationΔH = mv H Δσ′. Linearised 1-D compression for a stress increment.
ConsolidationN60 = Nm (ER/60) CB CS CR CN. CN = min(1.7, √(Pa/σ′v)).
In situsu = (qc − σv) / Nkt. Nkt ≈ 10–18 in clay.
In situΔHs = [Cαe H /(1+e0)] log10(t2/t1) after primary ends.
ConsolidationIr = G / (c + σ′ tan φ′). Rigid if Ir > I_r,crit, otherwise a compressibility correction.
Bearingzc = 2c /(γ √Ka). Active pressure is zero down to zc; a crack may open.
Earth pressureq_ult = c Nc + γ D_f Nq + 0.5 γ B Nγ. The three-term strip foundation.
BearingKa = tan²(45°−φ′/2), σ′a = Ka σ′v − 2c√Ka.
Earth pressureTv = cv t / Hdr². Charts map Tv to average degree of consolidation U.
ConsolidationPa = ½ γ H² Ka with Ka from the critical wedge, φ and δ on the wall.
Earth pressure